Chapter 4 Load Tables for Flexural Members and Connections

Transcription

1 Load Tables for Flexural Members and Connections Beam Deflections - A pultruded beam will be designed for deflection, strength and buckling. Fiber reinforced composite beams exhibit both flexural and shear deflections. Shear deflections are most apparent when the span to depth ratios are less than 0. At short spans, the shear deflections comprise a significant portion of the actual deflections; therefore, the designer should always account for shear deflections when designing with composites. Reference Pultex Fiber Reinforced Polymer Structural Profiles Material Properties Sheets for the appropriate properties of the profiles for which you are utilizing in your design. Although coupon testing is a good quality control method, composite materials are not homogeneous and will exhibit different properties in the web and flange areas. Deflection predictions should be made with values based on full section testing. Please reference Appendix B per ASTM D198 for full section testing procedure. The Uniform Load Tables were calculated using physical properties that were derived from full section testing. The Load Tables are based on simply supported end conditions with uniformly distributed loads. For beam loadings and end conditions not represented in the Uniform Load Tables, reference the Beam Deflection Formula and relative design tables. The following formula was used to predict the deflections in The Uniform Load Tables: 5wL 4 + w L Where: 384 EI 8A G A ka w (mm ) A w Shear area of profile (mm ) (Ref. Table ) k Shear coefficients (Ref. Table ) E x Modulus of elasticity (GPa) G Modulus of rigidity (Shear Modulus) (GPa) I Moment of inertia (mm 4 ) L Length of span Deflection (mm) w Load on the beam Stresses Fiber reinforced composite beams exhibit compressive, flexural, and shear stresses under various load conditions. The dominating failure mode for long span flexural members is typically local buckling of the compressive flange, while short spans are dominated by in-plane shear failures. s The allowable stresses used in The Uniform Load Tables are based on the ultimate compressive buckling, flexural and shear strengths with applied safety factors. Specifically, a.5 safety factor is used for local buckling and flexural stresses while a 3 safety factor is used for shear. The following shear and flexure formula were used to predict the Loads. Vf v (A w ); where f v allowable shear stress 31 MPa 10.3 MPa (Equation P-4) 1

2 M f b (S x ); where f b allowable flexural stress 7.6 MPa 91.0 MPa (Equation P-5) Local Buckling of the Compression Flange for Wide Flange, I-Sections, Square Tube and Rectangular Tube Sections The local compression buckling strength of pultruded wide flange, I-Sections, square tubes and rectangular tubes can be determined by utilizing the following equations. The local bucking equations were derived from University research. (Reference Step by Step Design Equations for Fiber-reinforced Plastic Beams for Transportation Structures)Davalos,Barbero and Qiao σ x cr [ q ( ( Ex ) ( Ey ) ) + p( Ey ) ( xy ) + ( Gxy ) )] f π t f f f 1 b ν f f (Equation P-3) Where, σ x is the critical stress, and p and q are constants that are defined by the coefficient of restraint (ζ) at the junction of the plates: I/W sections: ( E y ) f b f ; b ( E ) bw p ; q ; ζ ζ 0.5 ζ b f y w Box sections: ( E y ) f b f ; b ( E ) bw p.0 + ; q ; ζ ζ 1.3 ζ + 0. b f y w Where: σ x cr b b b f b w E x E y f G xy p q t ζ w Critical buckling stress in (MPa) Half the width of the compression flange for I/W sections (mm) The width of the compression flange for box sections, bb f (mm) Width of the compression flange (mm) Height of the section (mm) Longitudinal modulus of elasticity (GPa) Transverse modulus of elasticity (GPa) Flange Modulus of rigidity (Shear Modulus) (GPa) Constant defined by the coefficient of restraint (ζ) Constant defined by the coefficient of restraint (ζ) Thickness of the compression flange (mm) Coefficient of restraint of the compression plates Web

3 Stress Calculations of Channels The Wide Flange-, I- and Box sections mentioned above are loaded in the plane of symmetry and bend in the plane of loading. Channel sections, however, do not exhibit such behavior unless the loading is applied through the shear center. In normal construction with channel members, such a loading condition is seldom observed; therefore, the top flange of channel sections, must be adequately supported to resist rotation due to off shear center loading. The Maximum Uniform Loads in the Uniform Load Tables were calculated using working stress analysis with the assumption that the members are fully laterally supported. Reference Equations P-4 and P-5 on page 1. (Note: CPI is currently developing local buckling and laterally unsupported beam equations for the next update) Lateral-Torsional Buckling The Uniform Loads in the Uniform Load Tables are derived assuming that adequate lateral support is provided for the flexural members. The degree of lateral support for structures is difficult to predict. Figures a. d. represent common bracing scenarios that are considered to provide adequate lateral support. Note that the bracing intervals must be adequate. In the event that lateral support is not used, the designer must investigate lateral torsional buckling criteria. The Uniform Load Tables contain a column titled load, laterally unsupported beam global buckling capacity. Please note that the global buckling load tables include a.5x safety factor. For I-Sections or Wide Flange Sections, the lateral torsional buckling load for various loading conditions can be determined by using the following equation: 3

4 Design Equation for Lateral-Torsional Buckling π πey M cr Cb CwI y + E KL b KL b y I y G J (Equation P-1) Where, for Wide Flange Sections and I-Sections h I y C w 1 4 J bt f + ht w ( ) C w Warping constant (mm 6 ) J Torsion constant (mm 4 ) C b Moment variation constant (Ref. Table 1) M cr Critical moment (N-m) L b Unsupported length between points that have lateral restraint (mm) E y Modulus of elasticity for bending about minor axis y-y (GPa) (Use same value as Ex, for simplicity. Values are very similar) E y E x G Shear modulus (GPa) K Effective length coefficient (Ref. Table 1) I y Moment of Intertia about the minor axis (mm 4 ) C b is a moment gradient adjuster, that depends on the type of load and end restraint conditions. Values for C b can be located in Table 1. 4

5 Table 1 Lateral Buckling Coefficient for Various End Conditions 1 Lateral Support about y-axis Moment gradient adjuster (C b ) Effective length coefficient (K) None None Full None Full None Full None Full

6 Beam Deflection Formula Uniform load on simple beam Total Equiv. Uniform Load wl 4 5 wl wl max. (at midpoint) EI 8 G A w x 3 3 x ( l lx + x ) 4 EI wl R is V 1 V x w x wl M max. (at midpoint) 8 w x M x ( l x ) Note: Reference Table. Shear Areas and Shear Coefficients for Various Cross Sections A', A'kA w. Uniform load on beam fixed at both ends Total Equiv. Uniform Load max. M M 1 (at midpoint) (at midpoint) M x R is V V max. (at ends) x x wl 3 4 w l 384 EI + w x 4 EI l wl 1 w w l 1 w l 4 w 1 x ( l x ) wl 8 G A ( 6 l x l 6 x ) Point load on simply supported beam Total max. M Equiv. max. (at (at M Uniform x x point when point when of of Load x x load) < 1 load) < 1 V P 3 P l 48 EI Px 48 EI P P l 4 Px Pl + 4 G A ( 3 l 4 x ) 6

7 Point load on beam with fixed ends Total M max. Equiv. max. (at M Uniform x (at center x when when midpoint) and Load x < ends) x < 1 V 1 P 3 P l 19 EI Px 48 EI P P l 8 P 8 l ( 4 x l ) P l + 4 G A ( 3 l 4 x ) Point load on cantilever beam Total Equiv. Uniform Load 8P max. M max. ( at free end ) R is ( at fixed end ) M V x x 3 P l 3 EI P 6 EI P P l Px P l + G A 3 3 ( l 3 l x + x ) Uniform load on cantilever beam Total Equiv. Uniform Load 4 wl max. (at free end) R is V V x x 4 w l 8 EI w 4 EI wl wx wl + G A ( x 4 l x + 3 l ) M max. (at fixed end) M x wl w x 7

8 Two Concentrated Loads Equally Spaced on a Simply Supported Beam Total x ( at center ) Px ( when x < a ) ( 3 la 3 a x ) Pa ( when x > a and < ( l - a) ) ( 3 lx 3 x a ) M Equiv. max. Uniform max. (between M x x Load R is loads) V 8 Pa l Pa EI P Pa ( when x < a ) P x 6 6 l 8 EI EI a 6 + Pa G A Table Shear Areas and Shear Coefficients for Various Cross Sections for calculating A', A' ka w Cross Section Type Shear Area k Cross Section Type Shear Area k Rectangular Section A w bd 5/6 Channel Section A w bt 5/6 I or W-Section A w bt 5/6 Channel Section A w ht 1 I or W-Section A w th 1 Solid Round A w π 8/9 Square Tube A w th 1 Angle Section A w th 1 Rectangular Tube A w tb 5/6 Circular Tube A w πrt 1/4 Note: Arrows indicate direction of shear forces k Shear coefficient A w Shear area Note: Values are approximated for simplicity. For exact shear coefficients reference Timoshenko's Beam Theory. 8

9 Examples of Beam Selection of Pultex Profiles used as Flexural Members Example 1. Design Parameters Select a Pultex Wide Flange Section capable of withstanding a uniform load of 1314 N/m, over a simply supported span of 5m, with a deflection limit of L/180. The beam is laterally supported and has an assumed weight of 7.34 kg/m. Solution Refer to the Uniform Load Tables. The load tables do not take into account the weight of the beam; therefore, add the weight of the section to the design load. From the Uniform Load Tables, reference the 15mm x 15mm x 9.5 mm (nominal) Wide Flange Section. Locate the span column and find the 5m span and look across the columns to the L/180 column. The number in the space represents a uniform load of 154 N/m. This load is more than the design load 1386 N/m (included weight of selected beam). Therefore, the section is adequate. Select a 15 mm x 15 mm x 9.5mm Wide Flange Section. Example. Design Parameters Select a Pultex Wide Flange Section that is simply supported and is capable of withstanding a laterally unsupported load of 550 N/m at a span of 6.4m with a deflection less than L/40. Solution Reference the Uniform Load Tables. Select a member size to begin the process. Locate the 03mm x 03mm x 9.5mm Wide Flange Section and the span of 6.5m. Locate the load, laterally unsupported beam, global buckling capacity and locate the 6.5m span and load interface. The maximum load is 960 N/m and is not adequate; therefore, select a larger Wide Flange Section. Select a 54mm x 54mm x 1.7mm Wide Flange Section. Locate the 6.5m span and Maximum Load Laterally Unsupported column. The maximum load is 883 N/m with a x safety factor. The 883 N/m load is greater than the design load plus the weight of the Wide Flange Section; therefore, the 54mm x 54mm x 1.7mm beam is adequate. Scanning across the columns, notice that the 711 N/m design load is less than the 3193 N/m load in the L/40 column; therefore, the deflection will be less than L/40. Select a 54mm x 54mm x 1.7mm Wide Flange Section. Example 3. Design Parameters Determine the maximum allowable point load and deflection of a laterally unsupported 15mm x 15mm x 9.5mm Wide Flange Section that is simply supported at a span of 3.66mm. The beam is to be used in a 10% concentration of Potassium Hydroxide. Solution Step 1. Reference equation (P-1) for lateral-torsional buckling. π πe y M cr Cb CwI y + KL b KL b C w Warping constant (mm 6 ) J Torsion constant (mm 4 ) C b Moment gradient adjuster M cr Critical moment (mm-n) L Unsupported length (mm) E I GJ y y 9

10 E y Modulus of elasticity for bending about minor axis (GPa) E y E Example 3 (cont d) G Shear modulus (GPa) K Effective length coefficient (ref. Table 1) Step. Use equation (P-) to predict the critical moment M cr. Obtain the moment variation constant C b from Table 1. C b is 1.35 for the simply supported beam with no end constraints and a point load (Table 1.) L is the laterally unsupported length of 3.66m or 3660 mm. E is the modulus of elasticity (reference the Pultex Fiber Reinforced Polymer Structural Profiles Material Properties Sheet) E 7.59 GPa. G is the modulus of rigidity (Shear Modulus) (reference the Pultex Fiber Reinforced Polymer Structural Profiles Material Properties Sheet) G 3.45 GPa C w is the warping constant; a value can be located in the Elements of Section in the Design Manual. For the 15mm x 15mm x 9.5mm Wide Flange Section, C w 3.18E10mm 6. J is torsion constant, a value can be found in the Elements of Section in the Design Manual. For the 15mm x 15mm x 9.5mm Wide Flange Section, J mm 4. I y is the moment if inertia about the weak axis, I y mm 4. (from Elements of Section) K is the effective length coefficient from Table 1., K 1. Step 3. Equate M cr M cr 1.35 π π 7.59GPa 6 4 ( 3.18E10 )( mm ) (1)3660mm (1)3660mm" + ( 7.59GPa )( mm M cr 15,093 N-m For a simply supported span with a point load at mid span, the maximum moment is given by M PL/4. Where: P point load in (N) L length of span, equals L b in the present case. Therefore, calculate P N-m P(3.66m)/4 P 16,495 N Apply the desired safety factor. In this case, use a.5 safety factor. Therefore, P allowable 6,598N Step 4. Calculate the allowable deflection with the 6,60N load. From the beam deflection equations, determine the equation for the simply supported, mid-span, point load condition. 3 1 PL 1 PL + 48 EI 4 GA' 4 )( 345GPa )( mm 4 ) 10 Where: A' ka w Deflection (in) P Concentrated load (lbs.);i.e., P allowable 6,600N L length of span (in) 3.66mm

11 G Modulus of rigidity (Shear modulus) (GPa) i.e., 3.45 GPa E Full section modulus of elasticity (GPa), i.e., 7.59 GPa I x Moment of inertia (mm 4 ), i.e., mm 4 Example 3 (cont d) A ka w, i.e. 1(1,45mm )1,45mm A w Cross sectional area of web 1,45mm k Shear Coefficient Reference Table. (Shear area of common cross sections), i.e.,(table ) Step 5. Solve for deflection (6,600N )( 3.66m ) ( 7.59GPa )( mm 15.57mm or L/35 Step 6. Determine if the flexural strength is adequate. 4 1 (6,600N )( 3.66m ) + ) 4 ( 3.45GPa )( 1,45mm.0015mm ) σ f M/S x Where: σ f flexural stress (GPa) M maximum moment (N - m) S x Section modulus (mm 3 ) From the Elements of Section of The New and Improved Design Manual for Pultrusion of Standard and Custom Fiber Reinforced Polymer Structural Profiles, determine S x for the 15mm x 15mm x 9.5mm Wide Flange Section. S x 630mm 3. From the Pultex SuperStructural Profiles for Wide Flange Sections and I-Sections Material Properties Sheets, determine the ultimate flexural strength and apply the proper safety factor, which in the present case is.5. σ f 7.6 MPa ultimate flexural strength. (7.6 MPa/.5) (3.66mm/4)/630mm 3 P flexural 4,983 lbs. P flexural > P allowable therefore, the strength is adequate. Step 7. Calculate the Critical Buckling load and determine if it is adequate. From equation (P-): Where: σ cr x [ q ( ( Ex ) * ( E y ) ) + p( E y ) ( xy ) + ( Gxy ) )] π t f f f f 1 b ν ( E y ) f b f ; b ( E ) bw p ; q ; ζ ζ 0.5 ζ b f y w f f σ x cr b b b f Critical buckling stress in (MPa) Half the width of the compression flange for I/W sections (mm) The width of the compression flange for box sections, bb f (mm) width of the compression flange (mm) 11

12 b w E x E y f G xy p q t ζ σ x cr Height of the section (mm) Longitudinal modulus of elasticity (GPa) Transverse modulus of elasticity (GPa) Flange Modulus of rigidity (Shear Modulus) (GPa) Constant defined by the coefficient of restraint (ζ) Constant defined by the coefficient of restraint (ζ) Thickness of the compression flange (mm) Coefficient of restraint of the compression plates 156 MPa Step 7. The allowable local buckling load is determined by evaluating the critical buckling stress to bending stress and applying the appropriate safety factor. In this case use.5. Use σ M/S x where, MPL/4 Therefore, P (σ x cr S x 4)/L P buckling (156 MPa*638 mm 3 *4)/3.66mm N/.5 P allowable 15,198N> P global buckling 6598N; therefore, global buckling governs the design. The design is governed by M cr Lateral Torsional Buckling (Global buckling) and is limited to 6598N. Reference the Chemical Compatibility Guide to determine the proper Pultex Series. Choose Pultex 165 Series. 1

13 Nomenclature Deflection (mm) 1-(ν xy ν yx ) ζ Coefficient of restraint of the compression plates σ c Compressive stress (GPa) cr σ x Critical buckling stress in (GPa) ν xy Poisson s ratio (longitudinal) ν yx Poisson s ratio (transverse) a Unsupported length or region over which N x acts (length of beam) inches A w Shear area of profile (Table ) (mm ) A ka w, Shear coefficient x shear area of profile (mm ) b Half the width of the compression flange for I/W sections (mm) b The width of the compression flange for box sections, bb f (mm) b f Width of the compression flange (mm) b w Height of the section (mm) C b Moment Variation Constant C w Warping Constant (mm 6 ) D Deflection (mm) D 11, D Flexural rigidity in 1, and radial directions E x ore y Modulus of elasticity of the major or minor axis(gpa) E y local Local transverse modulus of Elasticity (GPa) f Flange f b Flexural stress (GPa) f v Shear stress (GPa) G Shear modulus (modulus of rigidity) (GPa) G xy Shear modulus (GPa) h Depth of section (mm) I x or y Moment of Inertia about desired axis (mm 4 ) J Torsion Constant (mm 4 ) K Effective length coefficient k Shear coefficient (Table.) L Length (mm) L b Unsupported length between points that have lateral restraint (mm) M Maximum moment (m -N) M cr Critical Moment that causes lateral buckling (m-n) P Point load (N) p Constant defined by the coefficient of restraint (ζ) q Constant defined by the coefficient of restraint (ζ) r Radius of gyration (mm) S x Section modulus (mm 3 ) t Thickness of compression flange (mm) V Shear Force (N) Wt. Weight of profile in N/m W lb Maximum load governed by critical local buckling W f Maximum load governed by flexural stress W v Maximum load governed by shear strength W lu Maximum laterally unsupported load L/D Ratio of length of the span to the deflection 13

14 Introduction to Pultex SuperStructural Profiles Product Advantage Summary When comparing pultruded fiber reinforced polymer composites to traditional building materials such as steel, one will notice that the strengths of the materials are generally comparable while the stiffness characteristics are dissimilar. For example, the modulus of elasticity of steel is approximately 9E6 psi., while the modulus of elasticity of a typical pultruded Wide Flange Section is.5-.8e6 psi. The stiffness difference is 11.5 times between the two materials. In an effort to improve stiffness, Creative Pultrusions, has modified the fiber architecture of selected structural profiles. The result improved the modulus of elasticity from.5-.8e6 psi to E6 psi., an average improvement in E-Modulus of 49%. Pultex SuperStructural profiles offer the designer the ability to design longer spans with heavier loads. The most important advantage is a more economical design, as material and labor costs are greatly reduced. The following example is a comparison of a standard pultruded section to a Pultex SuperStructural profile. Example 1.0 Reference Creative Pultrusions former Design Guide, Volume, Revision 1, Uniform Load Tables, page The allowable uniform load of a standard 6" x 6" x 3/8" Wide Flange Section at a span of 10 and L/D ratio of 360 is 149 lbs./ft. Referencing The New and Improved Pultex Pultrusion Design Manual, the allowable uniform load for the same loading, span and deflection criteria is 0 lbs./ft. The difference is a 48% increase in E-Modulus. The graph below demonstrates the difference between the Pultex SuperStructural 6" x 6" x 3/8" Wide Flange Section and a standard pultruded 6" x 6" x 3/8" Wide Flange Section. The graph demonstrates the allowable uniform loads for each beam at various spans with the deflection limit of L/D 360. Comparison of Standard Structural Profiles and Pultex SuperStructural Profiles Project example: Plating Tank Cover Design (Uniform Load (lbs./ft Pultex SuperStructural vs Pultex Standard Structural Uniform Load Comparison 48% increase in E-Modulus (ft) Pultex SuperStructural Profiles 6" x 6" x 3/8" Wide Flange Section Pultex Standard Structural Profiles 6" x 6" x 3/8" Wide Flange Section 14

15 1. Standard Structural Project Design s Description: Plating tank Design load: 80 psf Maximum deflection: L/180 or.67" Service temperature: 80 F 5% concentration of Chromic Acid Step 1. Based on the 80 psf + the 3.46 psf DL of Flowgrip, determine the allowable beam spacing. Step. Reference Creative Pultrusions former Design Guide, Volume, Revision 1. For a 6"x6"x3/8" Wide Flange Beam, the allowable uniform load at L/180 is 98 lbs/ft. Step 3. Determine the allowable spacing by dividing the allowable load by the design load, i.e., (98 lbs/ft)/83.46lbs/ft 3.57' O.C. Step 4. Space the 3.5' O.C. (Note: beam weight excluded) Bill of Materials for Standard Structural Project Design Item Quantity Price $ Total 6"x6"x3/8" W-Section; 165; Spaced 3.5' O.C. 19 $4.8/ft $5,074.5 Flowgrip Solid Panel 1 $33.14/ft $13, Misc., i.e., fasteners, adhesive Total Material Price $18,993.3 Pultex SuperStructural Profiles Pultex Standard Structural Profiles. Pultex SuperStructural Project Design s Description: Plating tank cover 10' x 60' Design load: 80 psf Maximum deflection: L/180 or.67" Service temperature: 80 F 5% concentration of Chromic Acid Step 1. Determine the maximum span of Flowgrip Solid Floor Panel. a. Reference page 7 of the Solutions that Work---The Most Complete Line of Grating and Access Structure Products in the Industry Note: The Flowgrip Solid Floor Panel will span 60" and satisfy the above design criteria. (The beam spacing is based on 5' O.C.) 15

16 Step. Determine which Wide Flange Section profile will satisfy the loading condition above. a. 80 psf x 5' panel width 400 lbs/ft live load on the beams. b. Calculate the dead load. Assume that a 6" x 6" x 3/8" Wide Flange Section profile is sufficient. c. The weight of the 6" x 6" x 3/8" section is 4.9 lbs/ft. d. Calculate the weight of the Flowgrip 3.46 psf x 5' 17.3 lbs/ft. Step 3. Determine the total live load (LL) and dead load (DL) combination. a. 400 lbs/ft LL lbs/ft DL lbs/ft DL 4. lbs./ft. Step 4. Determine if the 6" x 6" x 3/8" Wide Flange Section profile is adequate. a. Reference the 6" x 6" x 3/8" Wide Flange Section in the Uniform Load Tables. b. Locate the 10' span row and look across to the l/180 deflection column. c. The Pultex SuperStructural 6" x 6" x 3/8" Wide Flange Section will hold 441 lbs/ft and deflect less than L/180; therefore, the 6" x 6" x 3/8" Wide Flange Section profile is adequate. Step 5. Space all beams at 5' O.C. across the 10' section of the span. Bill of Materials for Pultex SuperStructural Project Design Item Quantity Price $ Total 6"x6"x3/8" W-Section; 165; Spaced 5' O.C. 13 $4.8/ft $3,47.04 Flowgrip Solid Floor Panel 1 0' $33.14/ft $13, Misc., i.e., fasteners, adhesives Total Material Price $17, Pultex SuperStructural vs Pultex Standard Structural Profiles Price Advantage Comparison $19,000 $18,993 $18,500 $18,000 $17,500 $17,000 $16,500 $17,391 Pultex SuperStructural Pultex Standard Profiles Structural Strucural Profiles Total Material Cost 16

17 /Deflection Ratio Conversion Table (Metric) L/D80 L/D100 L/D150 L/D180 L/D40 L/D360 L/D500 meter mm Deflection (mm)

18 /Deflection Ratio Conversion Tables (Metric) - Cont d L/D80 L/D100 L/D150 L/D180 L/D40 L/D360 L/D500 meter mm Deflection (mm)

19 Uniform Load Tables (Metric) Pultex SuperStructural Profiles Wide Flange Sections 76. x 76. x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 77.7 I x 1.34E6 mm 4 S x 3.5E4 mm 3 Simply Supported with a Uniform Load Maximum L b.61 m A w 4.83E Wt..4 kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load x x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 156. I x 3.35E6 mm 4 S x 6.60E4 mm 3 Simply Supported with a Uniform Load Maximum L b.76 m A w 6.45E Wt. 3.6 kg/lm Laterally Supported beams L/D ratio load, local load, load, load, laterally compression flexural In-plane shear unsupported beam buckling of the web global buckling.5x.5x Safety 3x.5x Note: Bold numbers in the ed Load Tables represent the governing load 19

20 Pultex SuperStructural Profiles Wide Flange Sections 15.4 x 15.4 x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 69.4 I x 1.19E7 mm 4 S x 1.56E5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.07 m A w 9.67E3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 0

21 Pultex SuperStructural Profiles Wide Flange Sections 15.4 x 15.4 x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 156. I x 1.69E7 mm 4 S x.e5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.07 m A w 1.45E3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 1

22 Pultex SuperStructural Profiles Wide Flange Sections 03. x 03. x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 87.9 I x 4.18E7 mm 4 S x 4.11E5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.5 m A w 1.93E3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load

23 Pultex SuperStructural Profiles Wide Flange Sections 03. x 03. x 1.7 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 6.8 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) I x 5.36E7 mm 4 S x 5.8E5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.5 m A w.58e3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 3

24 Pultex SuperStructural Profiles Wide Flange Sections 54 x 54 x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 56. I x 8.34E7 mm 4 S x 6.75E5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.83 m A w.4e3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 4

25 Pultex SuperStructural Profiles Wide Flange Sections 54 x 54 x 1.7 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 6.8 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 99.1 I x 1.08E8 mm 4 S x 8.5E5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.83 m A w 3.E3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 5

26 Pultex SuperStructural Profiles Wide Flange Sections x x 1.7 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 6.8 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 68.8 I x 1.90E8 mm 4 S x 1.5E6 mm 3 Simply Supported with a Uniform Load Maximum L b.13 m A w 3.87E3 Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 6

27 Pultex SuperStructural Profiles I-Sections 76. x 38.1 x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 1,009.1 I x 7.51E5 mm 4 S x 1.97E4 mm 3 Simply Supported with a Uniform Load Maximum L b.30 m A w 4.84E mm Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load x 50.8 x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) I x 1.89E6 mm 4 S x 3.71E4 mm 3 Simply Supported with a Uniform Load Maximum L b.38 m A w 6.45E mm Wt..14 kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 7

28 Pultex SuperStructural Profiles I-Sections 15.4 x 76. x 6.3 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 5.3 I x 6.73E6 mm 4 S x 8.83E4 mm 3 Simply Supported with a Uniform Load Maximum L b.53 m A w 9.68E mm Wt. 3.6 kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 8

29 Pultex SuperStructural Profiles I-Sections 15.4 x 76. x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) I x 9.55E6 mm 4 S x 1.5E5 mm 3 Simply Supported with a Uniform Load Maximum L b.53 m A w 1.45E3 mm Wt. 4.8 kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 9

30 Pultex SuperStructural Profiles I-Sections 03. x x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 6.9 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) I x.36e7 mm 4 S x.3e5 mm 3 Simply Supported with a Uniform Load Maximum L b.76 m A w 1.93E3 mm Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 30

31 Pultex SuperStructural Profiles I-Sections 03. x x 1.7 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 6.9 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 56.7 I x 3.0E7 mm 4 S x.97e5 mm 3 Simply Supported with a Uniform Load Maximum L b.76 m A w.58e3 mm Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 31

32 Pultex SuperStructural Profiles I-Sections 54 x 17 x 9.5 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 7.5 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) 04.3 I x 4.73E7 mm 4 S x 3.7E5 mm 3 Simply Supported with a Uniform Load Maximum L b.91 m A w.4e3 mm Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 3

33 Pultex SuperStructural Profiles I-Sections 54 x 17 x 1.7 Ultimate In-Plane Shear Strength (MPa) 48.3 Simply Supported beam with Uniform 1500/155/165 Series Ultimate Flexural Strength (MPa) 7.6 Loads at various L/D ratios E 6.9 GPa G 3.4 GPa Ultimate Local Buckling Strength (MPa) I x 6.10E7 mm 4 S x 4.80E5 mm 3 Simply Supported with a Uniform Load Maximum L b 1.07 m A w 3.E3 mm Wt kg/lm Laterally Supported beams L/D ratio load, laterally unsupported beam global buckling.5x load, local compression buckling.5x Safety load, flexural.5x Safety load, In-plane shear of the web 3x Note: Bold numbers in the ed Load Tables represent the governing load 33